CN108229041B - Shear bearing capacity analysis method for embedded hoisting anchor bolt of precast concrete component - Google Patents

Shear bearing capacity analysis method for embedded hoisting anchor bolt of precast concrete component Download PDF

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CN108229041B
CN108229041B CN201810029206.5A CN201810029206A CN108229041B CN 108229041 B CN108229041 B CN 108229041B CN 201810029206 A CN201810029206 A CN 201810029206A CN 108229041 B CN108229041 B CN 108229041B
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anchor bolt
concrete
bearing capacity
shearing
hoisting
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CN108229041A (en
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孔祥红
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Shanghai Urban and Rural Architectural Design Institute Co Ltd
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    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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Abstract

A shear bearing capacity analysis method of an embedded hoisting anchor bolt of a precast concrete component relates to the technical field of buildings, in particular to a shear bearing capacity analysis method of an embedded hoisting anchor bolt of a precast concrete component, which comprises the following steps: the method comprises the following steps: determining the design value V of the shearing bearing capacity of the steel material damage of the hoisting anchor boltRd,s(ii) a Step two: determining a concrete crack damage resistance bearing capacity design value V of a hoisting anchor bolt under a shearing working conditionRd,c(ii) a Step three: determining a design value V of the concrete shearing damage bearing capacity of a hoisting anchor bolt under a shearing working conditionRd,cp(ii) a Step four: judging the designed value V of the shear bearing capacity of the hoisting anchor boltRd. After the technical scheme is adopted, the invention has the beneficial effects that: it can determine easily that the hoist and mount crab-bolt is under the operating mode of cutting, and steel is cut destruction bearing capacity, the anti fracture destruction bearing capacity of concrete and the concrete is cut the sled and is split destruction bearing capacity, guarantees the optimization of pre-buried hoist and mount crab-bolt's design quality.

Description

Shear bearing capacity analysis method for embedded hoisting anchor bolt of precast concrete component
Technical Field
The invention relates to the field, in particular to a shear bearing capacity analysis method of an embedded hoisting anchor bolt of a precast concrete member.
Background
In order to complete the transient construction conditions of hoisting and installation of the precast concrete member in a matching manner, hoisting anchor bolts (embedded nuts or embedded suspenders) need to be embedded in advance when the precast concrete member is manufactured. Regarding the shear bearing capacity analysis method of the prefabricated member embedded hoisting anchor bolt (embedded nut or embedded suspender), the design requirements of the current relevant specifications are mainly as follows:
1. in the technical code of prefabricated concrete structures (JGJ 1-2014), item 6.4.4 requires: the checking calculation of the embedded part in the prefabricated part is in accordance with the relevant regulations of the existing national standard of 'design Specification for concrete Structure' (GB 50010), 'design Specification for Steel Structure' (GB 50017) and 'construction Specification for concrete Structure engineering' (GB 50666).
2. In the specification of concrete structure design (GB 50010-2010), the 9.7.5 st requirement: the prefabricated part should adopt the embedded nut, the embedded jib or reserve the hole for hoist to adopt supporting special lifting device to realize hoist and mount, also can adopt rings hoist and mount. The design and the structure of the embedded nut or the embedded suspender can meet the requirements of convenient hoisting and safe hoisting. The special embedded nut or embedded suspender and the matched lifting appliance are selected according to the corresponding product standard and the application technical specification.
3. In the concrete structure engineering construction Specification (GB 50666-2011), the 9.2.4 requirements are as follows:
the embedded hanging piece and the temporary support in the prefabricated part are preferably calculated according to the following formula:
KcSc≤Rc
0 condition is properly increased or decreased; for complex or special cases, it is preferably determined by experiment;
Scand an effect value under the action of standard combination of loads in the construction stage. The load standard value in the construction stage is taken according to the relevant regulations in the appendix A of the specification, wherein the wind load reappearance period can be 5 years;
Rcand calculating the bearing capacity of the embedded hanging piece, the temporary support and the connecting piece according to the national current relevant standard and the material strength standard value or according to the test.
Construction safety factor K of pre-buried piece and interim support of hangingcWatch (A)
Figure GDA0003464393970000021
In summary, the above related design specifications only provide some broad design requirements, and no specific bearing capacity analysis formula is provided for the conditions of shear damage of the anchor bolt steel, cracking damage resistance of the base material concrete, and the like in the shear bearing capacity analysis process of the prefabricated member embedded hoisting anchor bolt. At present, the method for analyzing the bearing capacity of the embedded hoisting anchor bolt of the precast concrete component is still lacked. Therefore, the method for analyzing the shearing bearing capacity of the embedded hoisting anchor bolt for building the precast concrete member has important significance.
Disclosure of Invention
The invention aims to provide a shear bearing capacity analysis method of an embedded hoisting anchor bolt of a precast concrete component, aiming at the defects and shortcomings of the prior art, which can easily determine the shear damage bearing capacity of steel, the crack damage resistance bearing capacity of concrete and the shear crack damage bearing capacity of concrete under the shear working condition of the hoisting anchor bolt, and ensure the optimization of the design quality of the embedded hoisting anchor bolt.
In order to achieve the purpose, the invention adopts the following technical scheme: it comprises the following steps:
the method comprises the following steps: determining the design value V of the shearing bearing capacity of the steel material damage of the hoisting anchor boltRd,s：
Figure GDA0003464393970000022
VRk,s＝0.5fstkAs
VRk,s-the standard value of shear bearing capacity in N for steel anchor destruction;
γRs,Vthe anchor bolt steel material damages the tension bearing force subentry coefficient, the construction safety coefficient corresponding to the common embedded hanging piece is 4.0 in the 9.2.4 th item in the construction Specification for concrete Structure engineering GB 50666 and the reference subentry coefficient is 4.0;
fstk-standard value of ultimate tensile strength of anchor bolt steel in unit of N/mm2；
As-area of cross-section of anchor bolt stress in mm2In the case of an embedded boom, the boom is embedded,
Figure GDA0003464393970000031
n is the number of the suspender, and D is the screw diameter of the suspender; in the case of an internally-buried nut,
Figure GDA0003464393970000032
n is the number of the embedded nuts, D is the outer diameter of the embedded nuts, DnomThe inner diameter of the embedded nut;
step two: determining a concrete crack damage resistance bearing capacity design value V of a hoisting anchor bolt under a shearing working conditionRd,c：
When the hoisting anchor bolt is sheared, the shearing force is transferred to the base material concrete through the screw rod of the bolt, and the precast concrete base material can form a bursting cone damage form taking the anchor bolt screw rod as the center;
1) the side edge is cut
When in use
Figure GDA0003464393970000033
In time, the side shearing formula is applied:
design value V of concrete crack resistance and damage resistance bearing capacity of hoisting anchor bolt under shearing working conditionRd,cCalculating the formula:
Figure GDA0003464393970000034
VRk,c＝Vc1
＝Vco1(CX1)(CY1)(Cev1)(Cvcr)
Figure GDA0003464393970000035
in the formula:
γRc,Vand the safety factor of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working condition is high. 4.3.10 th item in JGJ 145-2013, the subentry coefficient of shearing damage to the concrete edge of the structural member is 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
de1-the side row anchor bolt to side edge distance in mm;
d, the diameter of the screw rod of the anchor bolt or the outer diameter of the embedded nut is unit mm;
Figure GDA0003464393970000041
and 1 is less than or equal to CX1≤nx(ii) a When x is 0, CX1＝1.0；
For the case of Y-direction multi-row group anchor adjacent to two free boundaries at the same time adjacent to de1And de2And n isy≥2，CX1＝nx；
nxThe number of anchor bolt rows along the X direction;
nythe number of anchor bolt rows along the Y direction;
x is the anchor bolt row distance along the X direction;
nsidesto influence the number of component margins in the X direction, only adjacent to de1When, take n sides1 is ═ 1; while being adjacent to de1And de2When, take nsides＝2；
CY1-the Y-direction anchor bolt spacing influence coefficient;
when n isyWhen 1, CY1＝1.0；
When n isyWhen the pressure is higher than 1,
Figure GDA0003464393970000042
wherein y is1,y2,. ═ anchor bolt row spacing in units of mm from center to center along the Y-direction;
Y＝∑yiin mm;
Cev1-shear eccentricity influence coefficient, approximately not considering eccentricity, taking Cev1＝1.0；
CvcrSimplified determination of non-cracked concrete, taking Cvcr＝1.0；
2) Front edge of the scissors
When in use
Figure GDA0003464393970000043
Then, the front clipping formula is applied:
design value V of concrete crack resistance and damage resistance bearing capacity of hoisting anchor bolt under shearing working conditionRd,cCalculating the formula:
Figure GDA0003464393970000051
VRk,c＝Vc2
＝Vco2(CX2)(Ch2)(Cev2)(Cvcr)
Figure GDA0003464393970000052
in the formula:
γRc,Vand the safety factor of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working condition is high. 4.3.10 th item in JGJ 145-2013, the subentry coefficient of shearing damage to the concrete edge of the structural member is 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
BED＝de3+∑yi＝de3+ Y, unit mm;
de3the distance from the front row of anchor bolts to the front edge is unit mm;
y1,y2,. ═ anchor bolt row spacing in units of mm from center to center along the Y-direction;
Y＝∑yiin mm;
CX2-the influence coefficient of the X-direction anchor bolt spacing,
Figure GDA0003464393970000053
when X is 0, CX2＝1.0；
Wherein x1,x2,. ═ anchor bolt row spacing in mm from center to center along X;
X＝∑xiin mm;
nstuds-backthe total number of anchor bolts;
Ch2-the influence coefficient of the thickness h of the member, when h is less than or equal to 1.75BED, is taken
Figure GDA0003464393970000054
When h is greater than 1.75BED, takingCh2＝1.0；
Cev2-shear eccentricity influence coefficient, approximately not considering eccentricity, taking Cev2＝1.0；
CvcrSimplified determination of non-cracked concrete, taking Cvcr＝1.0；
3) Corner part scissors
When in use
Figure GDA0003464393970000061
In time, the corner shear formula is applied:
design value V of concrete crack resistance and damage resistance bearing capacity of hoisting anchor bolt under shearing working conditionRd,cCalculating the formula:
Figure GDA0003464393970000062
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)
Figure GDA0003464393970000063
in the formula:
γRc,Vand the safety factor of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working condition is high. 4.3.10 th item in JGJ 145-2013, the subentry coefficient of shearing damage to the concrete edge of the structural member is 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
BED＝de3+∑yi＝de3+ Y, unit mm;
de3the distance from the front row of anchor bolts to the front edge is unit mm;
y1,y2,.. anchor bolt is arranged along Y-direction from center to centerDistance, unit mm;
Y＝∑yiin mm;
Cc3-the corner influence factor,
Figure GDA0003464393970000064
Ch3-the influence coefficient of the thickness h of the member, when h is less than or equal to 1.75BED, is taken
Figure GDA0003464393970000065
When h is more than 1.75BED, take Ch3＝1.0；
Cev3-shear eccentricity influence coefficient, approximately not considering eccentricity, taking Cev3＝1.0；
CvcrSimplified determination of non-cracked concrete, taking Cvcr＝1.0；
The following table shows the design value V of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cSummarizing the calculation formula:
Figure GDA0003464393970000071
Figure GDA0003464393970000081
step three: determining a design value V of the concrete shearing damage bearing capacity of a hoisting anchor bolt under a shearing working conditionRd,cp：
When the anchoring depth of the anchor bolt is short and the center of the anchor bolt is sheared, the base material concrete is damaged by the anchor bolt in a reverse direction (corresponding to figure 3);
design value V of concrete shearing, prying and breaking bearing capacity of hoisting anchor bolt under shearing working conditionRd,cpCalculating the formula:
when in use
Figure GDA0003464393970000082
When the temperature of the water is higher than the set temperature,
Figure GDA0003464393970000083
Figure GDA0003464393970000084
in the formula:
γRc,cpand the safety factor of the bearing capacity of the hoisting anchor bolt damaged by the concrete shear under the shearing working condition is high. 4.3.10 th item in JGJ 145-2013, the subentry coefficient of the concrete shearing and prying damage of the structural member is 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
ψy-the anchor bolt spacing influence coefficient,
when in use
Figure GDA0003464393970000091
When it is taken
Figure GDA0003464393970000092
When y is 0, get psiy＝0.2；
When in use
Figure GDA0003464393970000093
When taking psiy＝0.2；
y is the center distance between the anchor bolts along the shearing force acting direction, and the unit is mm;
n is the number of anchor bolts;
d is the diameter of the screw rod of the anchor bolt and the unit is mm;
hefthe effective anchoring depth of the anchor bolt is in mm;
step four: judging the designed value V of the shear bearing capacity of the hoisting anchor boltRd：
Designed value V of shearing bearing capacity of hoisting anchor boltRdGet and hangDesign value V of shear failure bearing capacity of anchor bolt-installed steelRd,sDesign value V of concrete anti-cracking damage bearing capacity of hoisting anchor bolt under shearing working conditionRd,cAnd the design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cpThe minimum value of the three;
VRd＝min(VRd,s,VRd,c,VRd,cp)
the working principle of the invention is as follows: the specific implementation mode comprises the following steps:
the first step is as follows: determining the relevant calculation parameters:
the parameters mainly include:
1) hoisting anchor bolt steel ultimate tensile strength standard value fstk；
2) Concrete cube compressive strength standard value f of precast concrete membercu,kThe grade is the same as the strength grade of concrete;
3) effective anchoring depth h of hoisting anchor boltef；
4) The distances X and Y between the axes of the plurality of hoisting anchor bolts;
5) and the margin d between the hoisting anchor bolt and the base material concretee；
6) And the diameter D of the hoisting anchor bolt.
The second step is that: calculating design value V of shear failure bearing capacity of steel of hoisting anchor boltRd,s：
Figure GDA0003464393970000101
VRk,s＝0.5fstkAs
Substituting the parameters into related calculation parameters to calculate and obtain a design value V of the shearing damage bearing capacity of the steel of the hoisting anchor boltRd,s。
The third step: calculating the design value V of the concrete anti-crack damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,c：
According to the edge distance condition of the anchor bolt, different applicable formulas are distinguished:
1) when in
Figure GDA0003464393970000102
In time, the side shearing formula is applied:
Figure GDA0003464393970000103
VRk,c＝Vc1
＝Vco1(CX1)(CY1)(Cev1)(Cvcr)
Figure GDA0003464393970000104
2) when in
Figure GDA0003464393970000105
Then, the front clipping formula is applied:
Figure GDA0003464393970000106
VRk,c＝Vc2
＝Vco2(CX2)(Ch2)(Cev2)(Cvcr)
Figure GDA0003464393970000107
3) when in
Figure GDA0003464393970000108
In time, the corner shear formula is applied:
Figure GDA0003464393970000109
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)
Figure GDA0003464393970000111
substituting into related calculation parameters, and calculating to obtain a design value V of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,c。
The fourth step: calculating the design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cp：
When in use
Figure GDA0003464393970000112
Time of flight
Figure GDA0003464393970000113
Figure GDA0003464393970000114
Substituting into related calculation parameters, and calculating to obtain a design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cp。
The fifth step: judging the designed value V of the shear bearing capacity of the hoisting anchor boltRd：
Designed value V of shearing bearing capacity of hoisting anchor boltRdTaking a design value V of shearing damage bearing capacity of steel of a hoisting anchor boltRd,sDesign value V of concrete anti-cracking damage bearing capacity of hoisting anchor bolt under shearing working conditionRd,cAnd the design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cpThe minimum value of the three.
VRd＝min(VRd,s,VRd,c,VRd,cp)
After the technical scheme is adopted, the invention has the beneficial effects that: it can determine easily that the hoist and mount crab-bolt is under the operating mode of cutting, and steel is cut destruction bearing capacity, the anti fracture destruction bearing capacity of concrete and the concrete is cut the sled and is split destruction bearing capacity, guarantees the optimization of pre-buried hoist and mount crab-bolt's design quality.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a flow chart of an embodiment of the present invention;
FIG. 2 is a schematic view of the edge spalling failure of concrete when the lifting bolt is sheared;
FIG. 3 is a schematic view of a concrete shear break of the hoisting anchor bolt;
FIG. 4(a) is a dimensional schematic of an in-line boom;
fig. 4(b) is a dimensional schematic view of the buried nut;
FIGS. 5(a) and 5(b) are schematic diagrams of boundary dimensions of a hoisting anchor in shear;
FIG. 6(a) is a schematic view of a prefabricated wall top embedded boom;
FIG. 6(b) is a schematic diagram of the out-of-plane shear force of the embedded hanger bar of the prefabricated wall top;
FIG. 7 is a schematic view of the embedded nut in the prefabricated wall bearing shear force;
fig. 8 is a schematic view of a prefabricated column embedded boom subjected to shear.
Detailed Description
Example 1:
the embodiment adopts the following technical scheme:
the first step is as follows: determining related calculation parameters
The prefabricated concrete wall with the thickness of 200mm is designed to have the concrete strength grade of C30, and 2 conical-head hoisting anchor bolts are pre-embedded at the top of the wall (corresponding to the figure 6(a) and the figure 6 (b)).
The calculation parameters mainly comprise:
1) conical headStandard value f of yield strength of hoisting anchor bolt steelstk＝600N/mm2；
2) Standard value f of concrete axle center compressive strength of precast concrete wallcu,k＝max(0.75×30,15.0)＝22.5N/mm2(remark: in the hoisting construction link, the standard value of the compressive strength of the concrete cube cured under the same conditions is not less than 75% of the design requirement, and is not less than the standard value of the compressive strength of the concrete cube C15);
3) effective anchoring depth h of round head hoisting anchor boltef＝348mm；
4) The distance X between the axes of the plurality of conical head hoisting anchor bolts is 0mm, and the distance Y is 0 mm;
5) and the edge distance d between the conical head hoisting anchor bolt and the base material concretee1＝550mm，de2＝2750mm，de3＝100mm，de4＝100mm；
6) And the diameter D of the conical head hoisting anchor bolt is 18 mm.
The second step is that: calculating design value V of shear failure bearing capacity of steel of hoisting anchor boltRd,s
Figure GDA0003464393970000131
VRk,s＝0.5fstkAs
Substituting the parameters into related calculation parameters to calculate and obtain a design value V of the shearing damage bearing capacity of the steel of the hoisting anchor boltRd,s。
Figure GDA0003464393970000132
Figure GDA0003464393970000133
The third step: calculating the design value V of the concrete anti-crack damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,c
According to the edge distance condition of the anchor bolt, different applicable formulas are distinguished:
SED＝55Omm，BED＝100mm
Figure GDA0003464393970000134
the shear formula before is applicable:
Figure GDA0003464393970000135
VRk,c＝Vc2
＝Vco2(CX2)(Ch2)(Cev2)(Cvcr)
Figure GDA0003464393970000136
substituting the relevant calculation parameters:
X＝0,CX2＝1.0
h 2640mm > 1.75BED 1.75X 100 175mm, taking Ch2＝1.0
Cev2＝1.0
Cvcr＝1.0
Figure GDA0003464393970000141
VRk,c＝Vc2
＝Vco2(CX2)(Ch2)(Cev2)(Cvcr)＝5.2×1.0×1.0×1.0×1.0＝5.2kN
Figure GDA0003464393970000142
The fourth step: calculating the design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cp
Figure GDA0003464393970000143
The concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working condition does not need to be calculated.
The fifth step: judging the designed value V of the shear bearing capacity of the hoisting anchor boltRd
Designed value V of shearing bearing capacity of hoisting anchor boltRdTaking a design value V of shearing damage bearing capacity of steel of a hoisting anchor boltRd,s19.1kN, designed value V of concrete anti-cracking damage bearing capacity of hoisting anchor bolt under shearing working conditionRd,c2.1kN and design value V of concrete shearing breaking bearing capacity of hoisting anchor bolt under shearing working conditionRd,cp(in this embodiment, it is not necessary to calculate) the minimum value of the three.
VRd＝min(VRd,s,VRd,c,VRd,cp)＝min(19.1,2.1,VRd,cp)＝2.1kN
Example 2:
the present embodiment is different from embodiment 1 in that:
the first step is as follows: determining related calculation parameters
A precast concrete wall with the thickness of 200mm is designed to have the concrete strength grade of C30, and 2 built-in nuts are pre-embedded in the wall board to form 4 groups of lifting anchor bolts (corresponding to figure 7).
1) HRB 400-level yield strength standard value f of embedded nut steelstk＝540N/mm2；
2) Standard value f of concrete axle center compressive strength of precast concrete wallcu,k＝max(0.75×30,15.0)＝22.5N/mm2(remark: in the hoisting construction link, the standard value of the compressive strength of the concrete cube cured under the same conditions is not less than 75% of the design requirement, and is not less than the standard value of the compressive strength of the concrete cube C15);
3) and the effective anchoring depth h of the embedded nutef＝130mm；
4) The distance X between the axes of the plurality of embedded nut hoisting anchor bolts is 120mm, and the distance Y is 0 mm;
5) and the side distance d between the left embedded nut (MJ2) and the base material concretee1＝500mm，de2＝1330mm,SED＝620mm,BED700 mm; edge distance d between right-side embedded nut (MJ2) and base concretee1＝150mm，de2＝150mm,SED＝270mm,BED＝700mm；
6) The outer diameter D of the embedded nut is 40mm and the inner diameter Dnom＝24mm。
The second step is that: calculating the design value V of the shearing damage bearing capacity of the steel of the embedded nut hoisting anchor boltRd,s
Figure GDA0003464393970000151
VRk,s＝0.5fstkAs
Substituting the parameters into related calculation parameters to calculate and obtain the design value V of the shearing damage bearing capacity of the steel of the embedded nut hoisting anchor boltRd,s。
Figure GDA0003464393970000152
Figure GDA0003464393970000153
The third step: calculating the design value V of the concrete anti-cracking damage bearing capacity of the embedded nut hoisting anchor bolt under the shearing working conditionRd,c
According to the edge distance condition of the anchor bolt, different applicable formulas are distinguished:
right side embedded nut, SED 270mm, BED 700mm
Figure GDA0003464393970000161
The corner shear formula is applied:
Figure GDA0003464393970000162
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)
Figure GDA0003464393970000163
substituting into related calculation parameters, and calculating to obtain a design value V of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,c。
Figure GDA0003464393970000164
h is 200mm ≤ 1.75BED is 1.75 × 700 ═ 1225mm, and is obtained
Figure GDA0003464393970000165
Cev3＝1.0
Cvcr＝1.0
Figure GDA0003464393970000166
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)＝69.2×0.51×0.4×1.0×1.0＝14.1
Figure GDA0003464393970000167
Left side embedded nut, SED 620mm, BED 700mm
Figure GDA0003464393970000168
The corner shear formula is applied:
Figure GDA0003464393970000169
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)
Figure GDA00034643939700001610
substituting into related calculation parameters, and calculating to obtain a design value V of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,c。
Figure GDA0003464393970000171
h is 200mm ≤ 1.75BED is 1.75 × 700 ═ 1225mm, and is obtained
Figure GDA0003464393970000172
Cev3＝1.0
Cvcr＝1.0
Figure GDA0003464393970000173
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)＝69.2×0.67×0.4×1.0×1.0＝18.5
Figure GDA0003464393970000174
Finally get VRd,c＝5.6kN
The fourth step: calculating the design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cp
Figure GDA0003464393970000175
Figure GDA0003464393970000176
Figure GDA0003464393970000177
y is 0, and psiy＝0.2
n＝2
Figure GDA0003464393970000178
Figure GDA0003464393970000181
The fifth step: judging the designed value V of the shear bearing capacity of the hoisting anchor boltRd
Designed value V of shearing bearing capacity of hoisting anchor boltRdTaking a design value V of shearing damage bearing capacity of steel of a hoisting anchor boltRd,s108.6kN, designed value V of concrete anti-cracking damage bearing capacity of hoisting anchor bolt under shearing working conditionRd,c5.6kN and design value V of concrete shearing breaking bearing capacity of hoisting anchor bolt under shearing working conditionRd,cpThe minimum of 39.4 kN.
VRd＝min(VRd,s,VRd,c,VRd,cp)＝min(108.6,5.6,39.4)＝5.6kN
Example 3:
the present embodiment is different from embodiment 1 in that:
the first step is as follows: determining related calculation parameters
A prefabricated concrete column with the thickness of 600mm multiplied by 600mm is designed, the strength grade of concrete is C30, and 2 conical head hoisting anchor bolts are pre-embedded in a column body (corresponding to figure 8).
The calculation parameters mainly comprise:
1) steel yield strength standard value f of conical head hoisting anchor boltstk＝600N/mm2；
2) Standard value f of concrete axle center compressive strength of precast concrete wallcu,k＝max(0.75×30,15.0)＝22.5N/mm2(remark: in the hoisting construction link, the standard value of the compressive strength of the concrete cube cured under the same conditions is not less than 75% of the design requirement, and is not less than the standard value of the compressive strength of the concrete cube C15);
3) effective anchoring depth h of round head hoisting anchor boltef＝348mm；
4) The distance X between the axes of the plurality of conical head hoisting anchor bolts is 0mm, and the distance Y is 0 mm;
5) and the edge distance d between the conical head hoisting anchor bolt and the base material concretee1＝300mm，de2＝300mm，SED＝300mm，BED＝790mm；
6) The diameter D of the conical head hoisting anchor bolt is 18mm and the diameter D of the round end plate2＝45mm。
The second step is that: calculating design value V of shear failure bearing capacity of steel of hoisting anchor boltRd,s
Figure GDA0003464393970000191
VRk,s＝0.5fstkAs
Substituting the parameters into related calculation parameters to calculate and obtain a design value V of the shearing damage bearing capacity of the steel of the hoisting anchor boltRd,s。
Figure GDA0003464393970000192
Figure GDA0003464393970000193
The third step: calculating the design value V of the concrete anti-crack damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,c
According to the edge distance condition of the anchor bolt, different applicable formulas are distinguished:
SED＝30Omm，BED＝790mm
Figure GDA0003464393970000194
the corner shear formula is applied:
Figure GDA0003464393970000195
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)
Figure GDA0003464393970000196
substituting into related calculation parameters, and calculating to obtain a design value V of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,c。
Figure GDA0003464393970000197
h＝600mm≤1.75BED＝1.75×790＝1382.5mm
Get
Figure GDA0003464393970000201
Cev3＝1.0
Cvcr＝1.0
Figure GDA0003464393970000202
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)＝81.3×0.51×0.65×1.0×1.0＝27.0kN
Figure GDA0003464393970000203
The fourth step: calculating the design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cp
Figure GDA0003464393970000204
The concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working condition does not need to be calculated.
The fifth step: judging the designed value V of the shear bearing capacity of the hoisting anchor boltRd
Designed value V of shearing bearing capacity of hoisting anchor boltRdTaking a design value V of shearing damage bearing capacity of steel of a hoisting anchor boltRd,s19.1kN, designed value V of concrete anti-cracking damage bearing capacity of hoisting anchor bolt under shearing working conditionRd,c10.8kN and design value V of concrete shearing breaking bearing capacity of hoisting anchor bolt under shearing working conditionRd,cp(in this embodiment, it is not necessary to calculate) the minimum value of the three.
VRd＝min(VRd,s,VRd,c,VRd,cp)＝min(19.1,10.8,VRd,cp)＝10.8kN
The above description is only for the purpose of illustrating the technical solutions of the present invention and not for the purpose of limiting the same, and other modifications or equivalent substitutions made by those skilled in the art to the technical solutions of the present invention should be covered within the scope of the claims of the present invention without departing from the spirit and scope of the technical solutions of the present invention.

Claims (1)

1. A shear bearing capacity analysis method of an embedded hoisting anchor bolt of a precast concrete component is characterized by comprising the following steps: it comprises the following steps:
the method comprises the following steps: determining the design value V of the shearing bearing capacity of the steel material damage of the hoisting anchor boltRd,s：
Figure FDA0003464393960000011
VRk,s＝0.5fstkAs
VRk,s-the standard value of shear bearing capacity in N for steel anchor destruction;
γRs,Vthe anchor bolt steel material damages the tension bearing force subentry coefficient, the construction safety coefficient corresponding to the common embedded hanging piece is 4.0 in the 9.2.4 th item in the construction Specification for concrete Structure engineering GB 50666 and the reference subentry coefficient is 4.0;
fstk-standard value of ultimate tensile strength of anchor bolt steel in unit of N/mm2；
As-area of cross-section of anchor bolt stress in mm2In the case of an embedded boom, the boom is embedded,
Figure FDA0003464393960000012
n is the number of the suspender, and D is the screw diameter of the suspender; in the case of an internally-buried nut,
Figure FDA0003464393960000013
n is the number of the embedded nuts, D is the outer diameter of the embedded nuts, DnomThe inner diameter of the embedded nut;
step two: determining a concrete crack damage resistance bearing capacity design value V of a hoisting anchor bolt under a shearing working conditionRd,c：
When the hoisting anchor bolt is sheared, the shearing force is transferred to the base material concrete through the screw rod of the bolt, and the precast concrete base material can form a bursting cone damage form taking the anchor bolt screw rod as the center;
1) the side edge is cut
When in use
Figure FDA0003464393960000014
In time, the side shearing formula is applied:
design value V of concrete crack resistance and damage resistance bearing capacity of hoisting anchor bolt under shearing working conditionRd,cCalculating the formula:
Figure FDA0003464393960000021
VRk,c＝Vc1
＝Vco1(CX1)(CY1)(Cev1)(Cvcr)
Figure FDA0003464393960000022
in the formula:
γRc,Vthe safety factor of the anti-bursting damage bearing capacity of the concrete of the hoisting anchor bolt under the sheared working condition is that in item 4.3.10 in the technical specification of post-anchoring of concrete structure JGJ 145-2013, the subentry coefficient of the shearing damage of the concrete edge of the structural member is 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
de1-the side row anchor bolt to side edge distance in mm;
d, the diameter of the screw rod of the anchor bolt or the outer diameter of the embedded nut is unit mm;
Figure FDA0003464393960000023
and 1 is less than or equal to CX1≤nx(ii) a When x is 0, CX1＝1.0；
For the case of Y-direction multi-row group anchor adjacent to two free boundaries at the same time adjacent to de1And de2And n isy≥2，CX1＝nx；
nxThe number of anchor bolt rows along the X direction;
nythe number of anchor bolt rows along the Y direction;
x is the anchor bolt row distance along the X direction;
nsidesto influence the number of component margins in the X direction, only adjacent to de1When, take nsides1 is ═ 1; while being adjacent to de1And de2When, take nsides＝2；
CY1-the Y-direction anchor bolt spacing influence coefficient;
when n isyWhen 1, CY1＝1.0；
When n isyWhen the pressure is higher than 1,
Figure FDA0003464393960000031
wherein y is1,y2,. ═ anchor bolt row spacing in units of mm from center to center along the Y-direction;
Y＝∑yiin mm;
Cev1-shear eccentricity influence coefficient, approximately not considering eccentricity, taking Cev1＝1.0；
CvcrSimplified determination of non-cracked concrete, taking Cvcr＝1.0；
2) Front edge of the scissors
When in use
Figure FDA0003464393960000032
Then, the front clipping formula is applied:
design value V of concrete crack resistance and damage resistance bearing capacity of hoisting anchor bolt under shearing working conditionRd,cCalculating the formula:
Figure FDA0003464393960000033
VRk,c＝Vc2
＝Vco2(CX2)(Ch2)(Cev2)(Cvcr)
Figure FDA0003464393960000034
in the formula:
γRc,Vsafety coefficient of concrete anti-cracking and anti-breaking bearing capacity of hoisting anchor bolt under shearing working condition, technical specification for post-anchoring of concrete structure JGJ 145-3, in the 4.3.10, the subentry coefficient of the shearing damage of the concrete edge of the structural member is 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
BED＝de3+∑yi＝de3+ Y, unit mm;
de3the distance from the front row of anchor bolts to the front edge is unit mm;
y1,y2,. ═ anchor bolt row spacing in units of mm from center to center along the Y-direction;
Y＝∑yiin mm;
CX2-the influence coefficient of the X-direction anchor bolt spacing,
Figure FDA0003464393960000041
when X is 0, CX2＝1.0；
Wherein x1,x2,. ═ anchor bolt row spacing in mm from center to center along X;
X＝∑xiin mm;
nstuds-backthe total number of anchor bolts;
Ch2-the influence coefficient of the thickness h of the member, when h is less than or equal to 1.75BED, is taken
Figure FDA0003464393960000042
When h is more than 1.75BED, take Ch2＝1.0；
Cev2-shear eccentricity influence coefficient, approximately not considering eccentricity, taking Cev2＝1.0；
CvcrSimplified determination of non-cracked concrete, taking Cvcr＝1.0；
3) Corner part scissors
When in use
Figure FDA0003464393960000043
In time, the corner shear formula is applied:
the hoisting anchor bolt is shearedDesign value V of concrete anti-cracking damage bearing capacity under working conditionRd,cCalculating the formula:
Figure FDA0003464393960000044
VRk,c＝Vc3
＝Vco3(Cc3)(Ch3)(Cev3)(Cvcr)
Figure FDA0003464393960000045
in the formula:
γRc,Vthe safety factor of the anti-bursting damage bearing capacity of the concrete of the hoisting anchor bolt under the sheared working condition is that in item 4.3.10 in the technical specification of post-anchoring of concrete structure JGJ 145-2013, the subentry coefficient of the shearing damage of the concrete edge of the structural member is 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
BED＝de3+∑yi＝de3+ Y, unit mm;
de3the distance from the front row of anchor bolts to the front edge is unit mm;
y1,y2,. ═ anchor bolt row spacing in units of mm from center to center along the Y-direction;
Y＝∑yiin mm;
Cc3-the corner influence factor,
Figure FDA0003464393960000051
Ch3-the influence coefficient of the thickness h of the member, when h is less than or equal to 1.75BED, is taken
Figure FDA0003464393960000052
When h > 1.75BEDWhen it is, take Ch3＝1.0；
Cev3-shear eccentricity influence coefficient, approximately not considering eccentricity, taking Cev3＝1.0；
CvcrSimplified determination of non-cracked concrete, taking Cvcr＝1.0；
The following table shows the design value V of the concrete anti-cracking damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cSummarizing the calculation formula:
Figure FDA0003464393960000053
Figure FDA0003464393960000061
step three: determining a design value V of the concrete shearing damage bearing capacity of a hoisting anchor bolt under a shearing working conditionRd,cp：
When the anchoring depth of the anchor bolt is short and the center of the anchor bolt is sheared, the base material concrete is damaged by the anchor bolt in a reverse direction;
design value V of concrete shearing, prying and breaking bearing capacity of hoisting anchor bolt under shearing working conditionRd,cpCalculating the formula:
when in use
Figure FDA0003464393960000071
When the temperature of the water is higher than the set temperature,
Figure FDA0003464393960000072
Figure FDA0003464393960000073
in the formula:
γRc,cpsafety of breaking bearing capacity of concrete shear of hoisting anchor bolt under shearing working conditionThe coefficient is 4.3.10 items in JGJ 145-2013, the subentry coefficient of the concrete shearing and prying damage of the structural member is taken as 2.5, so the reference subentry coefficient is 2.5;
fcu,kstandard value of compression strength of concrete cube 150X 150mm, unit N/mm2；
ψy-anchor bolt spacing influence coefficient;
when in use
Figure FDA0003464393960000074
When it is taken
Figure FDA0003464393960000075
When y is 0, get psiy＝0.2；
When in use
Figure FDA0003464393960000076
When taking psiy＝0.2；
y is the center distance between the anchor bolts along the shearing force acting direction, and the unit is mm;
n is the number of anchor bolts;
d is the diameter of the screw rod of the anchor bolt and the unit is mm;
hefthe effective anchoring depth of the anchor bolt is in mm;
step four: judging the designed value V of the shear bearing capacity of the hoisting anchor boltRd：
Designed value V of shearing bearing capacity of hoisting anchor boltRdTaking a design value V of shearing damage bearing capacity of steel of a hoisting anchor boltRd,sDesign value V of concrete anti-cracking damage bearing capacity of hoisting anchor bolt under shearing working conditionRd,cAnd the design value V of the concrete shearing damage bearing capacity of the hoisting anchor bolt under the shearing working conditionRd,cpThe minimum value of the three;
VRd＝min(VRd,s,VRd,c,VRd,cp)。
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